CN113236286A - Construction method for controlling large deformation of tunnel face of soft rock tunnel - Google Patents
Construction method for controlling large deformation of tunnel face of soft rock tunnel Download PDFInfo
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- CN113236286A CN113236286A CN202110121749.1A CN202110121749A CN113236286A CN 113236286 A CN113236286 A CN 113236286A CN 202110121749 A CN202110121749 A CN 202110121749A CN 113236286 A CN113236286 A CN 113236286A
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- 238000010276 construction Methods 0.000 title claims abstract description 55
- 239000011435 rock Substances 0.000 title claims abstract description 38
- 230000007246 mechanism Effects 0.000 claims abstract description 34
- 229910000831 Steel Inorganic materials 0.000 claims description 25
- 239000010959 steel Substances 0.000 claims description 25
- 230000003014 reinforcing effect Effects 0.000 claims description 16
- 239000002689 soil Substances 0.000 claims description 11
- 238000009412 basement excavation Methods 0.000 claims description 8
- 239000003365 glass fiber Substances 0.000 claims description 3
- 238000000034 method Methods 0.000 abstract description 14
- 230000008569 process Effects 0.000 abstract description 11
- 238000005516 engineering process Methods 0.000 abstract description 4
- 238000001125 extrusion Methods 0.000 description 12
- 238000006073 displacement reaction Methods 0.000 description 10
- 230000009471 action Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a construction method for controlling large deformation of a tunnel face of a soft rock tunnel, which comprises the following steps: firstly, excavating a concave tunnel face; step two, mounting an anchor rod; and step three, mounting a flexible supporting mechanism. The method can prevent and control the tunnel face large deformation disaster in the construction process of the soft rock tunnel, ensure the safety in the tunnel construction process, shorten the construction period and further improve the design level and the construction technology of the soft rock tunnel.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction method for controlling large deformation of a tunnel face of a soft rock tunnel.
Background
Soft rock refers to rock mass with weak rock property, low bearing capacity, relatively developed joint cracks and broken structure. If the tunnel is built in a soft rock stratum, the surrounding rock structure is easy to generate great deformation and even collapse and other dangers due to construction disturbance in the building process, the safety of field operation personnel and construction equipment is threatened, the construction progress is seriously influenced, and a series of problems of construction cost increase, construction period delay and the like can be caused. With the increasing of soft rock stratum tunnel engineering projects, the risk of large deformation of the tunnel face and even instability and damage of the surrounding rock structure in the construction process is increased.
According to the construction idea of a new method, the root cause of the large deformation disease of the tunnel face of the soft rock tunnel is the extrusion deformation of the soil body in front of the tunnel face, so that the control of the extrusion deformation of the tunnel face is the key for preventing and treating the large deformation of the tunnel face. At present, when the reinforcing mesh and the anchor rod are used for supporting soft rock tunnels, the displacement of tunnel faces is controlled through rigid constraint, and the self-stability capability of surrounding rocks is not fully exerted. The large deformation control technology of the tunnel face of the soft rock tunnel needs to be continuously optimized and innovated.
Disclosure of Invention
The invention aims to provide a construction method for controlling large deformation of a tunnel face of a soft rock tunnel, which can prevent large deformation disasters of the tunnel face of the soft rock tunnel in the construction process, ensure the safety in the tunnel construction process, shorten the construction period and further improve the design level and the construction technology of the soft rock tunnel.
In order to achieve the purpose, the construction method for controlling the large deformation of the tunnel face of the soft rock tunnel provided by the invention comprises the following steps:
excavating a concave tunnel face, namely excavating the initial flat tunnel face into a curved concave tunnel face sunken towards the excavation direction;
secondly, installing an anchor rod, wherein the anchor rod is installed in the core soil body in front of the concave tunnel face and is arranged along the tunnel construction direction;
and step three, mounting a flexible supporting mechanism, mounting the flexible supporting mechanism on the front surface of the concave tunnel face, and connecting the flexible supporting mechanism with the tunnel inner wall at the near end of the curved tunnel face and the bottom surface of the tunnel.
Preferably, the flexible supporting mechanism comprises a steel mesh, a spring and a steel arch, the steel arch is shaped along the arc of the tunnel wall, the outer side of the steel arch is connected with the inner wall of the tunnel, one end of the spring is connected with the inner side of the steel arch, and the other end of the spring is connected with the outer edge of the steel mesh.
Furthermore, one end of the spring is detachably connected with the inner side of the steel arch frame, and the other end of the spring is detachably connected with the outer edge of the reinforcing mesh.
Preferably, the anchor is a glass fiber anchor.
Preferably, the far end of the concave tunnel face is 0.5m away from the flexible supporting mechanism.
Preferably, the flexible supporting mechanism is located at the position of the initial flat tunnel face.
Preferably, the concave palm surface is an ellipsoid.
Preferably, the size of the flexible supporting mechanism corresponds to the size of the flat tunnel face.
Preferably, the maximum deformation amount of the flexible supporting mechanism to the outside is 0.08 m.
Preferably, the anchor rod is connected with the arc-shaped face through an anchor rod lantern ring.
Compared with the prior art, the invention has the following technical effects:
1. the method can prevent and control the tunnel face large deformation disaster in the construction process of the soft rock tunnel, and ensure the safety in the tunnel construction process;
2. the invention can shorten the construction period and save manpower and material resources;
3. the invention further improves the design level and construction technology of the soft rock tunnel.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained from the drawings without inventive effort.
FIG. 1 is a schematic diagram of a longitudinal section structure of a tunnel in an initial state after excavation according to an embodiment;
fig. 2 is a schematic view of a longitudinal section structure of a tunnel when an excavated curved face of the tunnel is just in contact with a flexible supporting mechanism after being subjected to stress deformation according to an embodiment;
fig. 3 is a schematic view of a longitudinal section structure of a tunnel when a curved tunnel face after excavation is subjected to stress deformation to enable a flexible supporting mechanism to reach the maximum deformation amount according to the embodiment;
icon: 1-flexible supporting mechanism, 2-anchor rod, 3-arc tunnel face, 4-front core soil body, 5-flat tunnel face and 6-convex tunnel face.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. The components of the embodiments of the present application, generally described and illustrated in the figures herein, can be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present application, presented in the accompanying drawings, is not intended to limit the scope of the claimed application, but is merely representative of selected embodiments of the application. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
In the description of the embodiments of the present application, it should be noted that the indication of orientation or positional relationship is based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship which is usually placed when the product of the application is used, or the orientation or positional relationship which is usually understood by those skilled in the art, or the orientation or positional relationship which is usually placed when the product of the application is used, and is only for the convenience of describing the application and simplifying the description, but does not indicate or imply that the indicated device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the application. Furthermore, the terms "first," "second," "third," and the like are used solely to distinguish one from another and are not to be construed as indicating or implying relative importance.
In the description of the embodiments of the present application, it should also be noted that, unless otherwise explicitly stated or limited, the terms "disposed," "mounted," and "connected" are to be construed broadly, and may for example be fixedly connected, detachably connected, or integrally connected; may be directly connected or indirectly connected through an intermediate. The specific meaning of the above terms in the present application can be understood in a specific case by those of ordinary skill in the art.
Examples
A construction method for controlling large deformation of a tunnel face of a soft rock tunnel comprises the following steps:
firstly, excavating a concave tunnel face 3, and excavating an initial flat tunnel face 5 into a curved concave tunnel face 3 sunken towards the excavation direction;
secondly, installing an anchor rod 2, installing the anchor rod 2 in a core soil body 4 in front of the concave tunnel face 3, and arranging the anchor rod 2 along the tunnel construction direction;
and step three, mounting a flexible supporting mechanism 1, mounting the flexible supporting mechanism 1 on the front surface of the concave tunnel face 3, and connecting the flexible supporting mechanism 1 with the tunnel inner wall at the near end of the curved tunnel face 3 and the tunnel bottom surface.
The flexible supporting mechanism 1 comprises a steel bar mesh, a spring and a steel arch, the steel arch is shaped along the arc of the tunnel wall, the outer side of the steel arch is connected with the inner wall of the tunnel, one end of the spring is connected with the inner side of the steel arch, and the other end of the spring is connected with the outer edge of the steel bar mesh.
One end of the spring is detachably connected with the inner side of the steel arch frame, and the other end of the spring is detachably connected with the outer edge of the reinforcing mesh.
The anchor rod 2 is a glass fiber anchor rod.
The distance between the far end of the concave tunnel face 3 and the flexible supporting mechanism 1 is 0.5 m.
The flexible supporting means 1 is located at the position of the initially flat tunnel face 5.
The concave palm surface 3 is an ellipsoid.
The size of the flexible supporting mechanism 1 corresponds to the size of the straight tunnel face 5.
The maximum outward deformation amount of the flexible supporting mechanism 1 is 0.08 m.
The anchor rod 2 is connected with the arc-shaped face 3 through an anchor rod lantern ring.
The specific implementation process comprises the following steps:
as shown in fig. 1, after the construction of the flat and straight face 5 is finished, the flat and straight face 5 is excavated into a curved concave face 3 by manual excavation, the maximum depth of the concave face is 0.5m, the concave face 3 can form a bearing arch in front of the concave face and around the tunnel, so as to improve the stability of the face 3, after the excavation of the concave face 3 is finished, the concave face 3 can continuously generate extrusion displacement under the stress action of the core soil body in front of the concave face 3, so as to fill the inward concave part of the concave face 3, so that the concave face 3 gradually becomes the flat and straight face 5, as shown in fig. 2, in the process, the stress of the surrounding rock is effectively released, and the self-bearing capacity of the surrounding rock is effectively exerted.
After the excavation of the concave tunnel face 3 is finished, firstly, an anchor rod 2 is constructed and installed in the concave tunnel face 3, the anchor rod 2 is connected with the concave tunnel face 3 through an anchor rod lantern ring, and the anchor rod 2 is used for applying certain prestress to the concave tunnel face 3 and reinforcing a core soil body in front of the concave tunnel face 3. The flexible supporting mechanism 1 consists of a reinforcing mesh, a spring and a steel arch frame, and the reinforcing mesh is characterized in that local load can be transmitted to the periphery, so that the load bearing capacity of the whole mechanism can be improved. The reinforcing mesh is connected with the steel arch frame by adopting a spring, and the steel arch frame is tightly attached to the near end of the concave tunnel face 3. The springs may cause the displacement of the mesh reinforcement to be greater under the influence of external forces, and the restraint force on the mesh reinforcement is greater, thereby limiting the displacement of the core soil 4 ahead. The reinforcing mesh can be tightly attached to the bottom of the concave tunnel face 3 after being pre-tensioned.
The shape of the concave palm surface 3 can be changed according to the stress under the influence of the extrusion displacement of the palm surface. If the extrusion displacement of the tunnel face is not increased before the concave tunnel face 3 is changed into the flat tunnel face 5 or just when the concave tunnel face is changed into the flat tunnel face 5, the extrusion displacement of the tunnel face is relatively small, the surrounding rock around the tunnel is in a relatively stable state, and the flexible supporting mechanism 1 is only used as safe storage and does not play a practical role; if the concave tunnel face 3 is changed into the flat tunnel face 5, the extrusion deformation of the tunnel face is still not converged, at the moment, the flat tunnel face 5 is gradually changed into the convex tunnel face 6, the larger the extrusion displacement of the convex tunnel face 6 is, the larger the constraint action of the reinforcing mesh on the convex tunnel face 6 is, the reinforcing mesh is tightly attached to the front core soil body of the convex tunnel face 6 and the anchor rod sleeve ring, and a certain acting force is applied to the front core soil body of the convex tunnel face 6 and the anchor rod sleeve ring to constrain the front core soil body of the convex tunnel face 6 and prevent the same from continuously displacing towards the outside. When the extrusion displacement of the tunnel face reaches the maximum outward deformation of the flexible supporting mechanism 1 of 0.08m, the extrusion displacement of the convex tunnel face 6 is restrained by the flexible supporting mechanism 1, namely the stretching length of the spring and the deformation of the reinforcing mesh reach the maximum value, and the restraining force of the reinforcing mesh on the convex tunnel face 6 reaches the maximum value.
After the flexible reinforcing mesh is used, the cutting tool can be used for separating the reinforcing mesh from the steel arch frame, so that the reinforcing mesh can be quickly taken down and can be continuously reused at the subsequent stage of tunnel construction, and meanwhile, because the shearing resistance of the anchor rod is poor, the anchor rod is easily processed by a construction machine in the subsequent construction process, so that the subsequent construction of the tunnel cannot be influenced.
The flexible supporting mechanism 1 can allow the extrusion deformation of the face to the maximum extent, the self-supporting capacity of the surrounding rock is exerted, meanwhile, the extrusion deformation is controlled within a reasonable range, the flexible supporting mechanism can be conveniently dismounted in the later period and recycled, and the safe construction of the face is guaranteed.
The present invention is capable of other embodiments, and various changes and modifications may be made by one skilled in the art without departing from the spirit and scope of the invention.
Claims (10)
1. A construction method for controlling large deformation of a tunnel face of a soft rock tunnel is characterized by comprising the following steps:
firstly, excavating a concave tunnel face (3), and excavating an initial flat tunnel face (5) into a curved concave tunnel face (3) sunken towards the excavation direction;
secondly, installing an anchor rod (2), installing the anchor rod (2) in a core soil body (4) in front of the concave tunnel face (3), and arranging the anchor rod (2) along the tunnel construction direction;
and thirdly, mounting a flexible supporting mechanism (1), mounting the flexible supporting mechanism (1) on the front surface of the concave tunnel face (3), and connecting the flexible supporting mechanism (1) with the tunnel inner wall and the tunnel bottom surface at the near end of the curved tunnel face (3).
2. The construction method for controlling the large deformation of the tunnel face of the soft rock tunnel according to claim 1, wherein the construction method comprises the following steps: the flexible supporting mechanism (1) comprises a steel bar net, a spring and a steel arch, the steel arch is shaped along the arc of the tunnel wall, the outer side of the steel arch is connected with the inner wall of the tunnel, one end of the spring is connected with the inner side of the steel arch, and the other end of the spring is connected with the outer edge of the steel bar net.
3. The construction method for controlling the large deformation of the tunnel face of the soft rock tunnel according to claim 2, wherein the construction method comprises the following steps: one end of the spring is detachably connected with the inner side of the steel arch frame, and the other end of the spring is detachably connected with the outer edge of the reinforcing mesh.
4. The construction method for controlling the large deformation of the tunnel face of the soft rock tunnel according to claim 1, wherein the construction method comprises the following steps: the anchor rod (2) is a glass fiber anchor rod.
5. The construction method for controlling the large deformation of the tunnel face of the soft rock tunnel according to claim 1, wherein the construction method comprises the following steps: the distance between the far end of the concave tunnel face (3) and the flexible supporting mechanism (1) is 0.5 m.
6. The construction method for controlling the large deformation of the tunnel face of the soft rock tunnel according to claim 1, wherein the construction method comprises the following steps: the flexible supporting mechanism (1) is located at the position of the initial straight tunnel face (5).
7. The construction method for controlling the large deformation of the tunnel face of the soft rock tunnel according to claim 1, wherein the construction method comprises the following steps: the concave palm surface (3) is an ellipsoid.
8. The construction method for controlling the large deformation of the tunnel face of the soft rock tunnel according to claim 1, wherein the construction method comprises the following steps: the size of the flexible supporting mechanism (1) corresponds to that of the straight tunnel face (5).
9. The construction method for controlling the large deformation of the tunnel face of the soft rock tunnel according to claim 1, wherein the construction method comprises the following steps: the maximum outward deformation amount of the flexible supporting mechanism (1) is 0.08 m.
10. The construction method for controlling the large deformation of the tunnel face of the soft rock tunnel according to claim 1, wherein the construction method comprises the following steps: the anchor rod (2) is connected with the arc-shaped face surface (3) through an anchor rod lantern ring.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110121749.1A CN113236286B (en) | 2021-01-28 | 2021-01-28 | Construction method for controlling large deformation of tunnel face of soft rock tunnel |
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| CN202110121749.1A CN113236286B (en) | 2021-01-28 | 2021-01-28 | Construction method for controlling large deformation of tunnel face of soft rock tunnel |
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| CN113236286A true CN113236286A (en) | 2021-08-10 |
| CN113236286B CN113236286B (en) | 2024-03-05 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104314585A (en) * | 2014-10-15 | 2015-01-28 | 中国神华能源股份有限公司 | Pre-reinforcement method and pre-reinforcement structure for full section of tunnel |
| CN207080233U (en) * | 2017-08-10 | 2018-03-09 | 中铁十七局集团有限公司 | The hard and soft bow member of large-deformation tunnel in soft rock supporting |
| CN109826657A (en) * | 2019-03-08 | 2019-05-31 | 西南交通大学 | One kind being used for soft rock tunnel solidifying of the working face device and its construction method |
| CN209818093U (en) * | 2019-03-08 | 2019-12-20 | 西南交通大学 | Be used for soft rock tunnel face reinforcing apparatus |
| CN111487147A (en) * | 2020-03-31 | 2020-08-04 | 河海大学 | Device and method for testing damage of concrete-surrounding rock interface under different vibration source distances |
-
2021
- 2021-01-28 CN CN202110121749.1A patent/CN113236286B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104314585A (en) * | 2014-10-15 | 2015-01-28 | 中国神华能源股份有限公司 | Pre-reinforcement method and pre-reinforcement structure for full section of tunnel |
| CN207080233U (en) * | 2017-08-10 | 2018-03-09 | 中铁十七局集团有限公司 | The hard and soft bow member of large-deformation tunnel in soft rock supporting |
| CN109826657A (en) * | 2019-03-08 | 2019-05-31 | 西南交通大学 | One kind being used for soft rock tunnel solidifying of the working face device and its construction method |
| CN209818093U (en) * | 2019-03-08 | 2019-12-20 | 西南交通大学 | Be used for soft rock tunnel face reinforcing apparatus |
| CN111487147A (en) * | 2020-03-31 | 2020-08-04 | 河海大学 | Device and method for testing damage of concrete-surrounding rock interface under different vibration source distances |
Non-Patent Citations (1)
| Title |
|---|
| 彭立敏、王薇、张运良: "《隧道工程 铁道工程方向》", 武汉大学出版社, pages: 235 - 237 * |
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